Analysis of selected aspects of collective water
supply system operation in the selected
municipality
Krzysztof Boryczko1,*
1Rzeszow University of Technology, The Faculty of Civil and Environmental Engineering and
Architecture, Faculty of Management, Poznańska 2, 35-084 Rzeszów, Poland
Abstract. The purpose of the work was to analyze the exploitation of the
collective water supply system (CWSS), on the example of Czudec, Podkarpackie CWSS. The water balance was prepared. The system operation was simulated using the Epanet software. The obtained data was presented in graphical form of pressure distribution on the network during the minimum and maximum demand. Water age simulations were also prepared, that is, the period of water residence in water distribution subsystem.
1 Introduction
Collective water supply systems (CWSS) existed already in antiquity, but in the 20th century that were introduced on a mass scale, which increased the hygiene of society's life. A significant increase in the length of the water supply network was observed at the end of the 20th century and in the 21st century, in particular in rural areas. In 1989, the length of the water supply network in Poland was 88.3 thousand km, while in 2014 it increased to 292.5 thousand km. The result of building new networks is increase people number who can use tap water. The percentage of urban and rural water supply has risen from 84.8% in 2002 to 91.6% in 2014, while 84% used it in rural areas in 2014, and 96% in urban areas. Acceleration of investments related to the build of water distribution subsystem (WDS) is related to the possibility of obtaining European funds by water companies and municipalities [4,5,6,8,9].
Water companies in Poland consume water primarily for industrial and household purposes. The highest water consumption took place in the second half of the 20th century. This was caused by low price of water. The increasingly water quality standards have forced companies to develop newer and more expensive water treatment technologies, which resulted in a drastic increase in prices [1-3]. The result was a reduction of water consumption per statistical inhabitant [7].
In the era of computerization, managers of water supply companies use computer programs that enable monitoring of water distribution subsystem, its correct operation, as well as the ability to quickly eliminate water pipes failures. The aim of the paper is analysis of the WDS Czudec commune operation.
2 Description of the analyzed system of collective water supply
The water distribution subsystem was created relatively recently. The first water pipes were built in 1994. Before that time, the inhabitants took water from their own individual wells. For the next 9 years, the water supply network did not increase. The breakthrough year was 2003, because the residents of the commune were running out of water. At that time, a decision was made to further expand WDS. It consists pipes with diameters: Ø50, Ø63, Ø90, Ø110, Ø125, Ø160, Ø225. The main material that was used to build the network is polyethylene (PE). Table 1 presents the characteristics of the WDS in 2009-2016.
Table 1. Characteristics of the WD in the Czudec commune in 2009-2016
year Length diameter
Number of residents Number of residents connected to WDS % residents connected to WDS [km] [mm] [-] [-] [%] until 2009 86.569 11569 2606 22.5 2010 108.047 - 11588 3251 28.1 2011 1.250 Ø63 11749 3265 27.8 0.750 Ø110 5.750 Ø160 3.080 Ø225 Ʃ 118.877 2012 3.765 Ø110 11777 3278 27.8 5.835 Ø160 Ʃ 128.477 2013 4.139 Ø50 11721 3325 28.4 4.832 Ø110 Ʃ 137,448 2014 0.024 Ø63 11723 3461 29.5 1.662 Ø110 0.721 Ø160 Ʃ 139.855 2015 0.976 Ø50 11788 4139 35.1 0.374 Ø63 0.081 Ø90 10.321 Ø110 1.345 Ø125 Ʃ 152.952 2016 1.351 Ø50 11798 4680 39.7 0.134 Ø63 0.731 Ø90 10.504 Ø110 1.223 Ø125 0.336 Ø140 0.328 Ø160 Ʃ 167.559
At the end of 2016, the total length of WDS was 167.56 km, and the percentage of people connected to WDS reached 39.7%. The population of the Czudec commune in period 2009-2016 increased by 229 people and the number of water recipients at the end of 2016 reached 4680.
As shown in Figure 1, water intake increases. The exception is 2014, when it was 15.08 thousand m3 of water less than in the previous year. A significant increase in water sales is
also observed, which is associated with the WDS growth. In the period under analysis, a large drop in water losses can also be noticed.
Figure 2. present diagram of the WDS in the Czudec commune.
Fig. 1. Water balance in the municipality of Czudec
Fig. 2. Diagram of the WDS in the Czudec commune
2 Description of the analyzed system of collective water supply
The water distribution subsystem was created relatively recently. The first water pipes were built in 1994. Before that time, the inhabitants took water from their own individual wells. For the next 9 years, the water supply network did not increase. The breakthrough year was 2003, because the residents of the commune were running out of water. At that time, a decision was made to further expand WDS. It consists pipes with diameters: Ø50, Ø63, Ø90, Ø110, Ø125, Ø160, Ø225. The main material that was used to build the network is polyethylene (PE). Table 1 presents the characteristics of the WDS in 2009-2016.
Table 1. Characteristics of the WD in the Czudec commune in 2009-2016
year Length diameter
Number of residents Number of residents connected to WDS % residents connected to WDS [km] [mm] [-] [-] [%] until 2009 86.569 11569 2606 22.5 2010 108.047 - 11588 3251 28.1 2011 1.250 Ø63 11749 3265 27.8 0.750 Ø110 5.750 Ø160 3.080 Ø225 Ʃ 118.877 2012 3.765 Ø110 11777 3278 27.8 5.835 Ø160 Ʃ 128.477 2013 4.139 Ø50 11721 3325 28.4 4.832 Ø110 Ʃ 137,448 2014 0.024 Ø63 11723 3461 29.5 1.662 Ø110 0.721 Ø160 Ʃ 139.855 2015 0.976 Ø50 11788 4139 35.1 0.374 Ø63 0.081 Ø90 10.321 Ø110 1.345 Ø125 Ʃ 152.952 2016 1.351 Ø50 11798 4680 39.7 0.134 Ø63 0.731 Ø90 10.504 Ø110 1.223 Ø125 0.336 Ø140 0.328 Ø160 Ʃ 167.559
At the end of 2016, the total length of WDS was 167.56 km, and the percentage of people connected to WDS reached 39.7%. The population of the Czudec commune in period 2009-2016 increased by 229 people and the number of water recipients at the end of 2016 reached 4680.
As shown in Figure 1, water intake increases. The exception is 2014, when it was 15.08 thousand m3 of water less than in the previous year. A significant increase in water sales is
also observed, which is associated with the WDS growth. In the period under analysis, a large drop in water losses can also be noticed.
Figure 2. present diagram of the WDS in the Czudec commune.
Fig. 1. Water balance in the municipality of Czudec
Fig. 2. Diagram of the WDS in the Czudec commune
Water intakes and tanks are located in the southern and eastern part of the commune, and pumping stations are located on the entire surface of the supply area.
Czudec commune is located in a varied height. In figure 3 the height layout of WDS is presented.
3 Analysis of the pressure in WDS
For the purposes of the analysis, a hydraulic model of the water supply network was prepared. Figure 4 shows the distribution of pressure on the network during the minimum demand, while Figure 5 shows the frequency of pressure at the minimum demand.
Fig. 4. Distribution of pressure on the network during the minimum demand
Fig. 5. Frequency of pressure occurrence during minimum demand (x-axis – pressure, y-axis - percent less than)
During the minimum demand, the pressure in the WDS ranges from 24 to 215 mH2O, of
which pressures up to 110 mH2O account for 50%. The highest pressures occur in the
northern part of the network and exceed the value of 120 mH2O.
Figure 6 shows the distribution of pressure during the maximum water demand, while Figure 7 shows the frequency of pressure during this demand.
Fig. 6. Distribution of pressure on the network during the minimum demand
Fig. 7. Distribution of pressure on the network during the minimum demand (x-axis – pressure, y-axis - percent less than)
The highest pressure during the maximum water demand occurs in the north-western area of the WDS and exceeds 150 mH2O. The pressure during this demand is in the range from
7 mH2O to about 150 mH2O, of which 50% are pressures below 60 mH2O.
4 Water age analysis
Water age simulations were also prepared, that is, the period of water residence WDS. This simulation is shown in Figure 8.
Water intakes and tanks are located in the southern and eastern part of the commune, and pumping stations are located on the entire surface of the supply area.
Czudec commune is located in a varied height. In figure 3 the height layout of WDS is presented.
3 Analysis of the pressure in WDS
For the purposes of the analysis, a hydraulic model of the water supply network was prepared. Figure 4 shows the distribution of pressure on the network during the minimum demand, while Figure 5 shows the frequency of pressure at the minimum demand.
Fig. 4. Distribution of pressure on the network during the minimum demand
Fig. 5. Frequency of pressure occurrence during minimum demand (x-axis – pressure, y-axis - percent less than)
During the minimum demand, the pressure in the WDS ranges from 24 to 215 mH2O, of
which pressures up to 110 mH2O account for 50%. The highest pressures occur in the
northern part of the network and exceed the value of 120 mH2O.
Figure 6 shows the distribution of pressure during the maximum water demand, while Figure 7 shows the frequency of pressure during this demand.
Fig. 6. Distribution of pressure on the network during the minimum demand
Fig. 7. Distribution of pressure on the network during the minimum demand (x-axis – pressure, y-axis - percent less than)
The highest pressure during the maximum water demand occurs in the north-western area of the WDS and exceeds 150 mH2O. The pressure during this demand is in the range from
7 mH2O to about 150 mH2O, of which 50% are pressures below 60 mH2O.
4 Water age analysis
Water age simulations were also prepared, that is, the period of water residence WDS. This simulation is shown in Figure 8.
Fig. 8. Water age in the WDS
5 Conclusions
Proper operation of the CWSS allows to achieve continuous operation of the entire WDS, Thanks to hydraulic model it is possible to optimize the operation process.
During the minimum demand on a large part of the WDS, the pressure exceeds 60 m H2O – recommended maximum for house connections. The reason for such high pressures is
mostly the terrain. In places where pressure exceeds 60 mH2O, pressure reducers are installed
at house connections.
Due to the diversified terrain, there is no possibility of gravitational water supply entire WDS, therefore, where necessary, a pumping station is located (there are 11 pumping stations on the whole WDS).
The actions to be taken to reduce the pressure in WDS are primarily the installation of pressure reducers in regions where there is a gravitational supply of water. As a result, it is possible to reduce the risk of failure caused by the cracking of pipe due to high pressures. Another action that should be taken is the separation of more water pumping zones. This would reduce the lift height of the pump, and thus reduce the pressure, resulting in lower water losses.
References
1. Boryczko K. Water age in the water supply network as health risk factor associated with collective water supply, Ecol Chem Eng 23, pp 33-43, (2016)
2. Boryczko K., Rak J. Assessment of water supply diversification using the Pielou index, ENVIRONMENTAL ENGINEERING V, Pawlowski L. Pawlowska M., Editor,: CRC PRESS-BALKEMA, pp 53-58, Leiden, Netherlands (2017)
3. Calzadilla A. , Rehdanz K.,. Tol R. S. J. The economic impact of more sustainable water use in agriculture: A computable general equilibrium analysis, J Hydrol 384, pp 292-305, (2010)
4. Miszta-Kruk K., Kowalski D. Failure of water supply networks in selected Polish towns based on the field reliability tests, Eng Fail Anal 12, pp 736-742, (2013)
5. Pietrucha-Urbanik K. Failure analysis and assessment on the exemplary water supply network, Eng Fail Anal, 57, pp 137-142, (2015)
6. Pietrucha-Urbanik K., Tchórzewska–Cieślak B., Urbanik M. Analysis of the gas network failure and failure prediction using the Monte Carlo simulation method, Eksploat Niezawodn, 18, pp 254-259, (2016)
7. Studziński A. Amount of labour of water conduit repair, Safety, Reliability and Risk Analysis: Beyond the Horizon, Van Gelder P.H.A.J.M. Steenbergen R.D.J.M., Miraglia S., Vrouwenvelder A.C.W.M., Editor,: Taylor & Francis Group, pp 2081-2084, London (2014)
8. Szpak D., Tchórzewska-Cieślak B. A Proposal of a Method for Water Supply Safety Analysis and Assessment, Ochrona Środowiska 37, pp 43-47, (2015)
Fig. 8. Water age in the WDS
5 Conclusions
Proper operation of the CWSS allows to achieve continuous operation of the entire WDS, Thanks to hydraulic model it is possible to optimize the operation process.
During the minimum demand on a large part of the WDS, the pressure exceeds 60 m H2O – recommended maximum for house connections. The reason for such high pressures is
mostly the terrain. In places where pressure exceeds 60 mH2O, pressure reducers are installed
at house connections.
Due to the diversified terrain, there is no possibility of gravitational water supply entire WDS, therefore, where necessary, a pumping station is located (there are 11 pumping stations on the whole WDS).
The actions to be taken to reduce the pressure in WDS are primarily the installation of pressure reducers in regions where there is a gravitational supply of water. As a result, it is possible to reduce the risk of failure caused by the cracking of pipe due to high pressures. Another action that should be taken is the separation of more water pumping zones. This would reduce the lift height of the pump, and thus reduce the pressure, resulting in lower water losses.
References
1. Boryczko K. Water age in the water supply network as health risk factor associated with collective water supply, Ecol Chem Eng 23, pp 33-43, (2016)
2. Boryczko K., Rak J. Assessment of water supply diversification using the Pielou index, ENVIRONMENTAL ENGINEERING V, Pawlowski L. Pawlowska M., Editor,: CRC PRESS-BALKEMA, pp 53-58, Leiden, Netherlands (2017)
3. Calzadilla A. , Rehdanz K.,. Tol R. S. J. The economic impact of more sustainable water use in agriculture: A computable general equilibrium analysis, J Hydrol 384, pp 292-305, (2010)
4. Miszta-Kruk K., Kowalski D. Failure of water supply networks in selected Polish towns based on the field reliability tests, Eng Fail Anal 12, pp 736-742, (2013)
5. Pietrucha-Urbanik K. Failure analysis and assessment on the exemplary water supply network, Eng Fail Anal, 57, pp 137-142, (2015)
6. Pietrucha-Urbanik K., Tchórzewska–Cieślak B., Urbanik M. Analysis of the gas network failure and failure prediction using the Monte Carlo simulation method, Eksploat Niezawodn, 18, pp 254-259, (2016)
7. Studziński A. Amount of labour of water conduit repair, Safety, Reliability and Risk Analysis: Beyond the Horizon, Van Gelder P.H.A.J.M. Steenbergen R.D.J.M., Miraglia S., Vrouwenvelder A.C.W.M., Editor,: Taylor & Francis Group, pp 2081-2084, London (2014)
8. Szpak D., Tchórzewska-Cieślak B. A Proposal of a Method for Water Supply Safety Analysis and Assessment, Ochrona Środowiska 37, pp 43-47, (2015)
